Presentation on the case study of water distribution network design and analysis : Done for academic work

1. PRESENTATION ON THE CASE
STUDY:WATER DISTRIBUTION
NETWORK DESIGN AND ANALYSIS:
A CASE STUDY
Presented by Anamika Debbarma
Enrolment No.16201010
Dt: 12th April 2017
Dept of Civil Engineering

2. ABSTRACT
This paper concerns for the design of rural water distribution systems in developing
countries.
Water is basic need of human being and it is directly effected on human health.
Indian government is decided to provide safe, regular and adequate water to the
community at their resident.
 This paper is helpful to water supply engineers are facing the problem of designing new
distribution network in haphazard developed rural area.
For designing of best economical water distribution system LOOP version 4 heuristic
software is used with a case study.
Design procedure satisfied all constraints with a minimum total cost.
The constraints include residual nodal pressure, velocity of flow in pipe, pipe material,
reservoir level, peak factor and available commercial pipe diameters.
It is found that water distribution network cost occupied almost 70% of the total cost of
water supply system.

3. INTRODUCTION
In November 1980, Dr H.T.Mahler, Director-General of the World Health Organization
(WHO), stated that: “. . the number of water taps per 1000 population is a much better
indicator of a country's health status than the number of hospital beds”.
Providing a water supply for a community involves tapping the most suitable source of
water, ensuring that it is safe for domestic consumption and then supplying it in adequate
quantities .
The World Health Organization, (WHO Study Group, 1987), defines:
safe water as “water that does not contain harmful chemical substances or micro-
organisms in concentrations that cause illness in any form”;
and adequate waters supply as “ one that provides safe water in quantities sufficient for
drinking, and for culinary, domestic, and other household purposes so as to make possible
the personal hygiene of members of the household. A sufficient quantity should be available
on a reliable, year-round basis near to, or within the household where the water is to be
used”

4. Lack of access to safe water seriously undermines the health and well being of the people.
Water is precious to man and therefore WHO refers to „control of water supplies to ensure
that they are pure and wholesome‟ as one of the primary objective of environmental
sanitation.
Water may be polluted by physical, chemical and bacterial agents.

5. DESIGN CRITERIA FOR WATER
DISTRIBUTION NETWORK
Supply of water
The hand book on Water Supply and Drainage, Bureau of Indian Standards, New Delhi
has laid down the following minimum per capita domestic consumption for rural
communities with population up to 20,000:
i) where piped supply with service connections is proposed
Not less than 70-100 l/c/d
ii) where supply is proposed through hand pumps or central stand posts
Not less than 40 l/c/d

6. Pressure
Adequate pressure should be available in distribution mains at all points located even at the
remotest spots.
The following pressures are considered satisfactory:
i) Residential districts:
Upto 3 storey : 2 kg/cm2
3 to 6 storey heights : 2 to 4 kg/cm2
6 to 10 storey height : 4 to 5.5 kg/cm2
Above 10 storey : 5.5 to 7 kg/cm2
ii) Commercial districts : 5 kg/cm2
A minimum velocity of .6 m/s should be maintained. The velocities in pipes of different
diameters should be as fallow:
i) Pipe Diameter(cm) :velocity(m/s)
10 : 0.9
15 : 1.2
25 : 1.5
40 : 1.8

7. Manual Recommendations
The manual on Water supply and Treatment prepared by the Ministry of Urban
Development, gives the following recommendation for minimum residual pressures at
ferrule points:
Single storey building : 7m
Two storey building : 12m
Three storey building : 17m
Distribution system should not ordinarily be designed for residual pressures exceeding
22 meters. Multistoried buildings needing higher pressure should be provided with
boosters .
Minimum pipe sizes
The manual recommends the following minimum pipe sizes:
Town with population up to 50000 : 100mm dia.
Town with population above 50000 : 150 mm dia.
For the dead end, less than 100 mm can be considered.
Peak factors
The manual on water supply has recommended the following value of the peak factor,
depending upon the population:
i) Population up to 50,000 : 3.0
ii) Population between
50,001 -2,00,000 : 2.5

8. iii) Population above 2 lakh : 2.0
iv) For Rural Water supply schemes, where supply is effected through stand post for only 6
hours. : 3.0
Head loss in network
When water flows through pipes, head loss takes place. Total head loss is composed of the
following items :
1)Head loss due to friction
Head loss due to friction may be computed from the following formulae
a) Darcy-Weisbach formula
hf = 4fLV^2 / 2gD
b) Hazen William’s formula
This is the most widely used formula
V= 0.849 CR^0.63 S ^0.54
2) Head loss due to minor
hm =K V^2/2g
Where hm= minor head loss (m)
K= coefficient of various fittings

9. THE STUDY AREA
The village Sokhada is situated at distance of about 9 Km from the Rajkot Taluka
head quarter. The nearest railway station is Rajkot.
The business of the people is agriculture and labour which eagerly depends on the
rainfall, which is about 500 mm for the taluka.
The general topography of the village is hilly. Population of this village is 1257 soul
according census 2001and present population 1471soul. At present, water resource is
Machchhu-1 RWSS.
Machchhu-1 RWSS planned base on Machchhu Dam-1which is located nearby
Sanosara village of Rajkot taluka.
Water pumped from Machchhu Dam-1 to fill water in sump and water again pumped
from sump to ESR at Sanosara.
Water has been stored in Cistern of 60,000lits capacity with 0.5m plinth height in the
village and distributed through existing stand post during the day ours.
So People are collecting water from stand post .Now community is demanding to
provide water at their resident so it is necessary for WASMO to design new economical
water distribution network.

10. In this paper Sokhada village is selected for water distribution network design .
Historical population data is collected since year of 1961census to 2001 census for
Sokhada village of Rajkot taluka.
 The present population forecast by Arithmetic Increase method. The population is
linearly increased from one decade to next decade which can be decided by past four
decade population.
And the future population is predicted for intermediate stage after 15 year and
ultimate stage after 30 year by considering 25% and 50% increase over present
population. WASMO has considering same.

12. DESIGN OF WATER DISTRIBUTION
NETWORK BY USING LOOP4
SIMULATION MODEL
Loop4 is a program that is developed of by the World Bank for simulation, design &
optimization of looped water distribution networks.
The program is free and is in the public domain. The code for loop was developed by Dr.
Prasad Modak and Juzer Dhoodia in 1990.
Loop software is a computer- aided planning and design of low cost water supply and
waste water disposal systems in developing countries.
In this software, Newton – Raphson technique and the Hazen- Williams or Darcy –
Weisbach flow equations are use for the heuristic design of looped distribution networks .
Loop version 4.0 handles up to 1000 pipes and 750 nodes as well as multiple sources with
fixed or variable heads, fixed or unknown flows, booster pumps, check valves and
pressure regulating valves.
This program also shows hydraulic grade lines along chosen sections and calculates head
losses, velocities, valve operating status, pumping heads, etc. and cost .
The program has been designed for easy entry, storing, editing and updating of data .

13. Design in Loop Software
Design of a looped water distribution network involves selection of an appropriate pipe
diameter for every pipe, so that the water can be transported without violating specified
hydraulic constraints and the desired minimum pressures maintained at nodes .
Options for the location and capacity of source nodes are normally relatively few and are
hence prefixed.
The usual process is one of trial and error, where the engineer attempts a set of pipe sizes
and checks the hydraulic conditions to see if they are adequate.
Cost estimates, on which a final decision has to be based, are made for each feasible
alternative for the purpose of ranking.
It seems at first that the computer programs could directly solve the network for the
required pipe sizes .

14. The following data are required to run LOOP4 software.
1. Geometric data
Node-pipe connectivity, Length of all pipes, Ground levels of all nodes, Location of
booster pumps and valves .
2. Hydraulic data
Average water demands at all the relevant nodes, Pipe resistance coefficient in terms of
Hazen William's C or pipe roughness coefficient k in Darcy-Weisbach expression .
3. Source data
Elevations of all reservoirs, Data on head-discharge curves for variable head reservoirs .
4. Cost Estimation Parameters
Available commercial diameters up to three material classes, with data on unit cost and
working pressure, Newton-Raphson stopping criterion (viz. Maximum allowable error in
flow balance),Maximum and minimum pressure at nodes, Design hydraulic gradient .

15. 5. Design alternative layout of study area is prepared by conducting level surveying and
linear measurement of length of street than after prepared in AutoCAD
 Population per node found by calculating house hold x family member.
 From the population find out water demand of node
Water demand for each node = population of node x water demand in lpcd.
(For rural area population up to 20000 = 70 lpcd )
Length of pipe is measured by taking linear measurement
From the village the noding has been done. The total number of pipes in study area are
30 pipes and 31 nodes in zone 1 and 22 pipes with 23 nodes are in zone 2.
6. Diameter of pipes are taken in range of 90mm minimum to 160mm maximum
7. Elevation of each node determine by level surveying.

16. 8. Peak factor 3 has been considered as per Indian water supply manual for small water
supply scheme.
9. From above, data input file is prepared for water distribution network design using
LOOP software.
10. Input data file for water distribution system is run in to software.

18. COST ANALYSIS
TABLE 1 : COST COMPARISION BETWEEN DESIGN
ALTERNATIVE 1 & 2

19. Sl. No. Components Capacity/Size Estimated Cost Remark
1. ESR with 12m staging 50,000lits
Capacity
8,06,250/- As per design
alternative2
2. Distribution network
90,110,140,160 mm dia.
HDPE
6 kg/cm2
2379,451,
435,30mt
respectively
5,25,440/- As per design
alternative2
TOTAL 1331690/-
1. RCC Sump 130,000 lits
capacity
2,67,000/- As per design
alternative1
2. Distribution network 90,
110mm dia. 6 kg/cm2
2581,560 mt
respectively
431240/- As per design
alternative1
TOTAL 698240/-

20. ESR based and Gravity based direct
pumping

21. RESULT AND DISCUSSION
The total cost of the water distribution network with service reservoir for design
alternative 1 of Sokhada village is Rs. 6,98,240 and for design alternative 2 of
Sokhada village is Rs 13,31,690. The comparison of cost is shown in table1 and
figure3.

22. CONCLUSION
As per comparison shown in table:1 minimum cost of water supply scheme
is water supply through direct pumping. Moreover direct pumping scheme
required less maintenance cost per person per month & it is easy to
maintain & operate also. An alternative approach to design has been
developed which minimize the cost of water supply system.

23. REFERENCE
https://www.researchgate.net/publication/260433382
Case Study done by-
 Bhavana K. Ajudiya
Lakhadhirji Engineering College
Dr. S. M. Yadav
Water Resource Management SVNIT, Surat
Prof. B.H.Pandit
Water Resource Management
Lakhadhirji Engineering College

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26. THANK YOU